springer proceedings in physics 111

springer proceedings in physics90 Computer Simulation Studies

in Condensed-Matter Physics XVEditors: D.P. Landau, S.P. Lewis,and H.-B. Schuttler

91 The Dense Interstellar Mediumin GalaxiesEditors: S. Pfalzner, C. Kramer,C. Straubmeier, and A. Heithausen

92 Beyond the Standard Model 2003Editor: H.V. Klapdor-Kleingrothaus

93 ISSMGEExperimental StudiesEditor: T. Schanz

94 ISSMGENumerical and Theoretical ApproachesEditor: T. Schanz

95 Computer Simulation Studiesin Condensed-Matter Physics XVIEditors: D.P. Landau, S.P. Lewis,and H.-B. Schuttler

96 Electromagnetics in a Complex WorldEditors: I.M. Pinto, V. Galdi,and L.B. Felsen

97 Fields, Networks,Computational Methods and Systemsin Modern ElectrodynamicsA Tribute to Leopold B. FelsenEditors: P. Russer and M. Mongiardo

98 Particle Physics and the UniverseProceedings of the 9th Adriatic Meeting,Sept. 2003, DubrovnikEditors: J. Trampetic and J. Wess

99 Cosmic ExplosionsOn the 10th Anniversary of SN1993J(IAU Colloquium 192)

100 Lasers in the Conservation of ArtworksLACONA V Proceedings,Osnabruck, Germany, Sept. 15–18, 2003Editors: K. Dickmann, C. Fotakis,and J.F. Asmus

101 Progress in TurbulenceEditors: J. Peinke, A. Kittel, S. Barth,and M. Oberlack

102 Adaptive Opticsfor Industry and MedicineProceedingsof the 4th International WorkshopEditor: U. Wittrock

103 Computer Simulation Studiesin Condensed-Matter Physics XVIIEditors: D.P. Landau, S.P. Lewis,and H.-B. Schuttler

104 Complex Computing-NetworksBrain-like and Wave-orientedElectrodynamic AlgorithmsEditors: I.C. Goknar and L. Sevgi

105 Computer Simulation Studiesin Condensed-Matter Physics XVIIIEditors: D.P. Landau, S.P. Lewis,and H.-B. Schuttler

106 Modern Trends in GeomechanicsEditors: W. Wu and H.S. Yu

107 Microscopy of Semiconducting MaterialsProceedings of the 14th Conference,April 11–14, 2005, Oxford, UKEditors: A.G. Cullis and J.L. Hutchison

108 Hadron Collider Physics 2005Proceedings of the 1st HadronCollider Physics Symposium,Les Diablerets, Switzerland,July 4–9, 2005Editors: M. Campanelli, A. Clark,and X. Wu

109 Progress in Turbulence 2Proceedings of the iTi Conferencein Turbulence 2005Editors: M. Oberlack et al.

110 Nonequilibrium Carrier Dynamicsin SemiconductorsProceedingsof the 14th International Conference, July25-29, 2005, Chicago, USAEditors: M. Saraniti, U. Ravaioli

111 Vibration Problems ICOVP 2005Editors: E. Inan, A. Kiris

Volumes 64–89 are listed at the end of the book.

Editors: J.M. Marcaide and K.W. Weiler

The Seventh International Conference on

Vibration ProblemsICOVP 2005

05-09 September 2005, stanbul, Turkey

Edited by

Esin nan stanbul, Turkey

and

Technical University, stanbul, Turkey

İ

İ

ş

İ

İı

şI k University,ı

İstanbul Ahmet K rı

A C.I.P. Catalogue record for this book is available from the Library of Congress.

Published by Springer,P.O. Box 17, 3300 AA Dordrecht, The Netherlands.

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© 2007 SpringerAll Rights Reserved

ICOVP-2005

CONTENTS

Preface xv

Adanur S, Soyluk K, Dumanoglu A A, Bayraktar A (RC)Asynchronous and antisynchronous effects of ground motion on thestochastic response of suspension bridges 1

Akkas N (Special Talk)European union framework programme 7 building the Europeof knowledge 7

Akkose M, Adanur S, Bayraktar A, Dumanoglu A A (RC)Dynamic response of rock-fill dams to asynchronous ground motion 9

Aksogan O, Choo B S, Bikce M, Emsen E, Resatoglu R (RC)A comparative study on the dynamic analysis of multi-bay stiffenedcoupled shear walls with semi-rigid connections 15

˘Free vibrations of cross-ply laminated non-homogeneous compositetruncated conical shells 21

Akyuz U, Ertepınar A (RC)Symmetric and asymmetric vibrations of cylindrical shells 27

Aldemir U, Aydın E (RC)An active control algorithm to prevent the pounding of adjacentstructures 33

Aldemir U, Guney D (RC)Vibration control of non-linear buildings under seismic loads 39

Aslanyan A G, Dronka J, Mishuris G S, Selsil O (RC)Vibrations of damaged 1D-3D multi-structures 45

Ascı N, Uysal H, Uzman U (RC)Sizing of a spherical shell as variable thickness under dynamic loads 51

iv i

Aksogan O, Sofiyev A H, Sofiyev A (RC)

viii CONTENTS

Aydogdu M, Taskın V (RC)Vibration analysis of simply supported functionally graded beams 57

Baltacı A, Sarıkanat M, Yıldız H (RC)Damping effects of rubber layer in laminated composite circular plateduring forced vibration 63

Banerjee M M (GL)A critical study on the application of constant deflection contourmethod to nonlinear vibration of plates of arbitrary shapes 69

Banks S P, Salamcı M U (RC)Nonlinear wave equations and boundary control using visco elasticdampers 79

Birlik G, Sezgin O C (RC)Effect of vibrations on transportation system 85

Bonifasi-Lista C, Cherkaev E (RC), (presented by Cherkaev A)Identification of bone microstructure from effective complex modulus 91

Boyac H (RC)Beam vibrations with non-ideal boundary conditions 97

Chakrabarti B K, Chatterjee A (GL)A two-fractal overlap model of earthquakes 103

Cherkaev A, Cherkaev E, Slepyan L (GL)Dynamics of structures with bistable links 111

Celebi M (GL)Real-time seismic monitoring of the new Cape Girardeau (MO)bridge and recorded earthquake response 123

Demir F, Turkmen M, Tekeli H, Cırak I (RC)Earthquake response of masonry infilled precast concrete structures 137

Demiray H (GL)Nonlinear waves in fluid-filled elastic tubes: a model to large arteries 143

Dogan V (RC)The nonlinear axisymmetric vibrations of circular plates with linearlyvarying thickness under random excitation 151

Dogan V, Kırca M (RC)Dynamic analysis of a helicopter rotor by Dymore program 157

ı

CONTENTS ix

Ecker H (GL)163

Erdem A U (RC)A formulation of magnetic-spin and elasto-plastic waves in saturatedferrimagnetic media 175

Erdik M, Apaydın N (GL)Earthquake response of suspension bridges 181

Fedorov V A, Smolskiy S M, Mizirin A V, Shtykov V V, Fomenkov A V,Kaplunov S M (RC, not presented)

The microwave sensor of small moving for the active control ofvibrations and chaotic oscillations modes 195

Fesenko T N, Foursov V N (RC, not presented)Forced oscillations of tube bundles in liquid cross-flow 205

Filippenko G V, Kouzov D P (RC)The exact and approximate models for the vibrating plate partiallysubmerged into a liquid 213

Gogus M T, Taysi N (RC)A computational tool based on genetic algorithm for determiningoptimum shapes of vibrating planar and space trusses 219

Guler C, Akbarov S D (RC)On the dynamical stress field in the pre-stretched bilayered stripresting on the rigid foundation 225

Guler K, Celep Z (RC)Dynamic response of a rectangular plate-column system on a tension-less elastic foundation 231

Itik M, Salamcı M U, Ulker F D (RC)Vibration suppression of an elastic beam via sliding mode control 237

Ivanova J, Bontcheva N, Pastrone F, Bonadies M (RC)Thermoelastic stress analysis for linear elastic bodies 243

Parametric stiffness excitation as a means for vibration suppression

, Ozakca M

x CONTENTS

Kan C, Urey H, Senocak E (RC)Discrete and continuous mathematical models for torsional vibrationof micromechanical scanners 249

Kaplunov S M, Makhutov N A, Solonin V I, Shariy N V (RC, not presented)Physical modeling of stationary and impulsive processes for large-scaled constructions of fluid elastic systems 255

Karmakar B, Biswas P, Kahali R, Karanji S (RC)Thermal stresses and nonlinear thermal deformation analysis ofshallow shell panel 265

Karmakar B, Karanji S B, Kahali R, Biswas P (RC)Nonlinear thermal vibrations of a circular plate under elevatedtemperature 271

Kaya M O, Ozdemir O (RC)

section composite Timoshenko beam by using the differential trans-form method 279

Kırıs A, Inan E (RC)Estimation of microstretch elastic moduli by the use of vibrationaldata 285

¨

Vibrations of a circular membrane subjected to a pulse 291

Kumbasar N (RC)A method of discrete time integration using Betti’s reciprocal theorem 297

Mehta A (GL)Bridges in vibrated granular media 305

Michelitsch T M, Askes H, Wang J, Levin V M (RC)Solutions for dynamic variants of Eshelby’s inclusion problem 317

Mondal S (RC)Note on large deflections of clamped elliptic plates under uniformload 323

Movchan A B, Haq S, Movchan N V (GL)Localised defect modes and a macro-cell analysis for dynamic latticestructures with defects 327

Flexural-torsional coupled vibration analysis of a thin-walled closed

Korfalı O, Parlak I B (RC)˙

CONTENTS xi

Mukherjee A, Samadhiya R (RC)Acoustic wave propagation through discretely graded materials 337

Nordmann R (GL)Use of mechatronic components in rotating machinery 345

M (GL)Computational limits of FE transient analysis 357

Oskouei A V, Aksogan O (RC)The effect of non-linear behavior of concrete on the seismic responseof concrete gravity dams 371

¨ ¨ ¨

Calculation of microwave plasma oscillations in high temperaturesuperconductors 377

Ozer A O, Inan E (RC)

medium with finite difference method 383

Ozer M, Alısverisci F (RC)Dynamic response analysis of rocking rigid blocks subjected to half-sine pulse type base excitations 389

Ozeren M S, Postacıoglu N, Zora B (RC)A new spectral algorithm for 3-D wave field in deep water 395

Pesek L, Pu◦st L (RC)

Experimental and numerical assessment of vibro-acoustic behaviorof rubber-damped railway wheels 403

Raamachandran J (GL)Charge simulation method applied to vibration problems 409

Singh S, Patel B P, Sharma A, Shukla K K, Nath Y (GL)Nonlinear stability and dynamics of laminated composite plates andshells 415

Skliba J, Sivca′ k M, Skarolek A (RC)On the stability of a vibroisolation system with more degrees offreedom 429

Okrouhlık

One-dimensional wave propagation problem in a nonlocal finite

Ozdemir Z G, Aslan O, Onbaslı U (RC)

xii CONTENTS

The stability and vibration of conical shells composed of SI3N4 andSUS304 under axial compressive load 437

Dynamic buckling of elasto-plastic cylindrical shells under axialload 443

Sonmez U (RC)Dynamic buckling analysis of imperfect elastica 449

Svoboda R, Skliba J, Matejec R (RC)Specification of flow conditions in the mathematical model of hy-draulic damper 455

Tanrıover H, Senocak E (RC)Nonlinear transient analysis of rectangular composite plates 463

Tascı F, Emiroglu I, Akbarov S D (RC)On the “resonance” values of the dynamical stress in the systemcomprises two-axially pre-stretched layer and half-space 469

Taysi N, Gogus M T, Ozakca M (RC)Optimization of vibrating arches based on genetic algorithm 475

Teymur M (RC)Propagation of long extensional nonlinear waves in a hyper-elasticlayer 481

Tondl A, Nabergoj R, Ecker H (RC)Quenching of self-excited vibrations in a system with two unstablevibration modes 487

Topal U, Uzman U (RC)Free vibration analysis of laminated plates using first-order sheardeformation theory 493

Turhan O (RC)The generalized method as an alternative tool for com-plete dynamic stability analysis of parametrically excited systems:application examples 499

Turhan O, Bulut G (RC)Coupling effects between shaft-torsion and blade-bending vibrationsin rotor-blade systems 505

Bolotin

Sofiyev A H, Deniz A (RC)

Sofiyev A, Schnack E (RC)

CONTENTS xiii

Yahnioglu N, Akbarov S D (RC)Forced vibration of the pre-stretched simply supported strip contain-ing two neighbouring circular holes 511

Yavuz M, Erguven M E (RC)Free vibration of curved layered composite beams 519

Yeliseyev V V, Zinovieva T V (RC)Vibrations of beam constructions submerged into a liquid 525

Yıldırım V (RC)Vibration behavior of composite beams with rectangular sectionsconsidering the different shear correction factors 531

Yuksel H M, Turkmen H S (RC)Air blast-induced vibration of a laminated spherical shell 537

Author Index 543

List of Participants 547

The names of the authors who actually delivered the lectures, talk, or communications at the con-ference are underlined.Abbreviations:GL = general lectures, RC = research communications

PREFACE

The Seventh International Conference on Vibration Problems (ICOVP-2005) tookplace in Sile Campus of Isık University, Istanbul, Turkey, between the dates 5-9 September 2005. First ICOVP was held during October 27-30, 1990 at A.C.College, Jalpaiguri under the co-Chairmanship of two scientists, namely, Profes-sor M. M. Banerjee from the host Institution and Professor P. Biswas from thesister organization, A. C. College of Commerce, in the name of “InternationalConference on Vibration Problems of Mathematics and Physics”. The title of theConference was changed to the present one during the third conference.

The Conferences of these series are:

1. ICOVP-1990, 20-23 October-1990, A.C. College, Jalpaiguri- India

2. ICOVP-1993, 4-7 November 1993, A.C. College, Jalpaiguri- India

3. ICOVP-1996, 27-29 November 1996, University of North Bengal, India

4. ICOVP-1999, 27-30 November 1999, Jadavpur University, West Bangal, India

5. ICOVP-2001, 8-10 October 2001, (IMASH), Moscow, Russia

6. ICOVP-2003, 8-12 September 2003, Tech. Univ. of Liberec, Czech Republic

7. ICOVP-2005, 5-9 September 2005, Isık University, Sile, Istanbul, Turkey

The General Lecturers of ICOVP-2005 have been personally invited by the Inter-national Scientific Committee, which this time comprised the following members:

Nuri AKKAS (Turkey), Yalcın AKOZ (Turkey), Orhan AKSOGAN (Turkey),Fikret BALTA (Turkey), M. M. BANERJEE (India), Victor BIRMAN (USA),Paritosh BISWAS (India), Bikas K. CHAKRABARTI (India), Hilmi DEMIRAY(Turkey), Ali Unal ERDEM (Turkey), Ragıp ERDOL (Turkey), AybarERTEPINAR (Turkey), K. V. FROLOV (Rusia), Avadis HACINLIYAN (Turkey),

xv

xvi PREFACE

Richard B. HETNARSKI (USA), Koncay HUSEYIN (Canada), Esin INAN (Chair-person, Turkey), S. M. KAPLOUNOV (Russia), Faruk KARADOGAN (Turkey),Nahit KUMBASAR (Turkey), J. MAZUMDAR (India), Yalcın MENGI (Turkey),Nikita MOROZOV (Russia), Natasha MOVCHAN (UK), Abhijit MUKHERJEE(India), Jiri NAPRSTEK, (Czech Republic), J. RAAMACHANDRAN (India),G. A. ROGERSON (UK), J. SKLIBA (Czech Republic), T. R. TAUCHERT ( USA),Mevlut TEYMUR (Turkey), A. TONDL (Czech Republic), Senol UTKU(USA), F. VERHUST (The Nederlands), H. I. WEBER (Brazil), Vebil YILDIRIM(Turkey).

lecture in ICOVP-2005 are:

Professor M. M. BANERJEE (Asanson, India)Professor B. CHAKRABARTI (Saha Institute, Calcutta, India)Professor A. CHERKAEV (Utah University, Salt Lake City, USA)Professor M. CELEBI (USGS, Menlo Park, CA, USA)Professor H. DEMIRAY (Isık University, Istanbul, Turkey)Professor H. ECKER (Institute for Machine Dynamics, Vienna, Austria)Professor M. ERDIK (Bogazii University, Istanbul, Turkey)Professor A. MEHTA (National Centre for Basic Sciences, Calcutta, India)

Professor Y. NATH (NIT, New Delhi, India)Professor R. NORDMANN (Technical University, Darmstadt, Germany)Professor M. OKROUHLIC (Academy of Science, Dolejskova, Czech Republic)Professor J. RAAMACHANDRAN (IIT, Madras, India)

The Chairperson, Esin Inan (Isık University) has been supported by the LocalCommittee including her colleagues O. Aksogan (Cukurova University) and H.Demiray (Isık University).

As with the earlier Conferences of the ICOVP series, the purpose of ICOVP-2005was to bring together scientists with different backgrounds, actively working onvibration problems of engineering both in theoretical and applied fields. The mainobjective did not lie, however, in reporting specific results as such, but rather injoining different languages, questions and methods developed in the respectivedisciplines and to stimulate thus a broad interdisciplinary research. Judging fromthe lively discussions, the friendly, unofficial and warm atmosphere, both insideand outside Conference rooms, this goal was achieved.

The General Lecturers (GL) who kindly accepted our invitaton and delivered a

Professor A. B. MOVCHAN (University of Liverpool, Liverpool, UK)

PREFACE xvii

The following broad fields have been chosen by the International Scientific Com-mittee to be of special importance for the ICOVP-2005:

TOPIC 1. Mathematical models of vibration problems in continuum mechanics,TOPIC 2. Vibration problems in non-classical continuum models and wave me-chanics,TOPIC 3. Vibrations due to solid / liquid phase interaction,TOPIC 4. Vibration problems in structural dynamics, damage mechanics andcomposite materials,TOPIC 5. Analysis of the linear / non-linear and deterministic / stochastic vibra-tions phenomena,TOPIC 6. Vibrations of transport systems,TOPIC 7. Computational methods in vibration problems and wave mechanics,TOPIC 8. Vibration problems in earthquake engineering,TOPIC 9. Vibration of granular materials,TOPIC 10. Active vibration control and vibration control in space structures,TOPIC 11. Vibration problems associated with nuclear power reactors.

Other topics concerned with vibration problems, in general, were open as well,but it was understood that the bulk of presentations were within the above fields.All of the lecturers were carefully “nominated” by the International ScientificCommittee, so as to illustrate the newest trends, ideas and the results.

Altogether there were 81 active participants from 11 different countries, whopresented 13 “general lectures (GL)” 1 Special Talk and 59 “research commu-nications (RC)”, of which 49 were oral presentations and 10 were posters. EachGL was 50 minutes long, including questions and discussion, while each oralRC was 20 minutes long, including questions and discussion. The posters wereexhibited throughout the 5 days of the Conference. There was ample time and op-portunity for private discussions. Many private scientific meetings and interactionstook place. Hopefully these will lead to new collaborations and other researchdevelopments in the coming years.

It is indicated in the Table of Contents (TOC) the character of each presentation,i.e., GL or RC. In the case of more than one author, the name of the presentingauthor is underlined in the TOC. At the end of this volume, there appears a list ofall the presenting participants, along with addresses, both postal and e-mail. AnAuthor Index (Al) is also included to the end of this volume; all the manuscriptauthors appear in it along with the page number(s) where their article(s) begins.The presenting author is always indicated by underlining their names. Authorsnot actually participating in or present at the symposium are marked in the Author

xviii PREFACE

lndex (AI) by an asterisk.

All lectures delivered at the Conference are recorded in this volume with the fulltext.

It is real pleasure to express our sincere gratitude to the people and organizationsfor their contributions, help and support for this Conference. In the first place, Ihave to mention here that it would not be possible to organize this symposiumwithout the support of the Isık University. The full support, understanding andencouragement of Prof. Ersin Kalaycıoglu, the Rector of the Isık University, weremade the life easy for us. Secondly the support of the Faculty of Arts and Scienceswas immeasurable and the staff of the Dean’s office and my secretary, Ms. FilizOzsobacı were really worked very hard. I am very grateful to all of them.

On the other hand, I would like to express my deep gratitude to the membersof The International Scientific Committee for their valuable and vitalizing ideas,comments, suggestions, and criticism on the scientific program of the Conference.

It is with great pleasure and gratitude that we acknowledge the support of TheTechnical and Scientific Research Council of Turkey -TUBITAK- which madepossible to publish this Proceeding and also to give a small contribution to someof the General Lecturers who could not get any financial support from their ownInstitutes and to cover some part of their travel and local expenses of the partici-pants coming from India, Russia and the former Soviet Union Countries.

Finally, we would like to send our cordial thanks to all lecturers for their excellentpresentations and careful preparation of the manuscripts.

We are looking forward to come together at 8th ICOVP conference, which willtentatively take place in India in 2007.

Esin Inan, ChairpersonArıkoy, Istanbul, January 2006

1

(eds.), Vibration Problems ICOVP 2005,

ASYNCHRONOUS AND ANTISYNCHRONOUS EFFECTS OF

GROUND MOTION ON THE STOCHASTIC RESPONSE OF

SUSPENSION BRIDGES

Suleyman Adanur1, Kurtulus Soyluk2, A. Aydın Dumanoglu3

and Alemdar Bayraktar1

1 , Trabzon, Turkey2 Deparment of Civil Engineering, Gazi University, Ankara, Turkey3Grand National Assembly of Turkey, Ankara, Turkey

Abstract. In this paper, the stochastic dynamic responses of a suspension bridge subjected to asyn-chronous and antisynchronous ground motions are performed. Asynchronous and antisynchronousdynamic analyses are carried out for various wave velocities of the traveling earthquake groundmotion. As an example Bosporus Suspension Bridge, built in Istanbul, is chosen. Filtered whitenoise (FWN) ground motion model modified by Clough and Penzien is used as ground motionmodel. The intensity parameter for the FWN model is obtained by equating the variance of thismodel to the variance of the two thirds of the S16E component of Pacoima Dam record of 1971San Fernando earthquake, applied in the vertical direction. Mean of maximum displacements andinternal forces obtained from the considered analyses are compared with each other.

Key words: suspension bridge, stochastic response, asynchronous ground motion, antisynchronousground motion, filtered white noise (FWN) ground motion model

1. Introduction

Under the effect of dynamic loading one of the uncertainties in the structuralanalysis arises from the dynamic loading itself to which the structure is subjected.Because dynamic effects like earthquake motions are random there is a need to aprocess taking into account the uncertainty of the dynamic loading in the analysis.The analysis due to random loading is defined as the stochastic analysis.

In long-span structures, like suspension bridges, dynamic ground motion willarrive to the support points at different times. At this time period, the content aswell as the phase of the motion is likely to be changed depending on the distancebetween support points and the local soil conditions. If an earthquake groundmotion applied to one support propagates with finite velocity is in phase withthe motions applied at the other supports, the analysis that takes into account thisvariation is defined as asynchronous dynamic analysis. In the opposite case, when

c

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© 2007 Springer.s 1–6. E. Inan and A. Kır

Ü Deparment of Civil Engineering, KT

ı

2 ADANUR, SOYLUK, DUMANOGLU, BAYRAKTAR

a ground motion applied to one support propagates with finite velocity is out ofphase relative to the motions applied at the other supports, this analysis is definedas antisynchronous dynamic analysis.

Since the wave passage effect of ground motions between the supports of life-line structures has drawn the attention of researchers, stochastic and deterministicanalyses of various structural configurations have been analysed. The objective ofthis paper is to determine the stochastic response of a suspension bridge, whichhas not been analysed comprehensively subjected to asynchronous and antisyn-chronous ground motions together. For this purpose, the stochastic responses ofsuspension bridges subjected to antisynchronous ground motion as well as asyn-chronous ground motion are investigated. Mean of maximum displacements andinternal forces obtained from the considered analyses are compared with eachother.

2. Random vibration theory

In the random vibration theory, the variance of the total response component isexpressed as (Harichandran et al., 1996)

σ2z = σ2

zs + σ2zd + 2Cov(zs, zd) (1)

where, σ2zs and σ2

zd are the pseudo-static and dynamic variances, respectively andCov(zs, zd) is the covariance between the pseudo-static and dynamic responsecomponents.

In the stochastic analysis depending on the peak response and standard de-viation of the total response, the mean of maximum value (µ) can be writtenas

µ = pσz (2)

where p is a peak factor and σz is the standard deviation of the total response (DerKiureghian and Neuenhofer, 1991).

3. Ground motion model for random vibration response

The cross-power spectral density function of the accelerations at the support pointsl and m is expressed as (Hawwari, 1992),

S vglvgm(ω) = γlm(ω)S vg(ω) (3)

where γlm(ω) is the coherency function describing the variability of the groundacceleration processes for support degrees of freedom l and m as a function of

STOCHASTIC RESPONSE OF SUSPENSION BRIDGES 3

frequency ω, and S vg(ω) is auto-power spectral density function of the groundacceleration.

Spatial variability of the ground motion is characterised with the coherencyfunction in frequency domain. This function is dimensionless and complex valued.Recently Der Kiureghian (Der Kiureghian, 1996) proposed a general compositemodel of the spatial seismic coherency function in the following form

γlm(ω) = γlm(ω)iγlm(ω)wγlm(ω)s = γlm(ω)i exp[i(θlm(ω)w + θlm(ω)s)] (4)

where γlm(ω)i, γlm(ω)w and γlm(ω)s characterise the incoherence, the wave-passageand the site-response effects, respectively. In this study all the spatial effects aredisregarded except the wave-passage effect and the coherency function is writtenas

γlm(ω) = γlm(ω)w = exp[i(θlm(ω)w)] (5)

θlm(ω) = −τω = −dL

lm

Vω (6)

where τ is the arrival time of the ground motion between support points l and m, Vis the apparent propagation velocity and dL

lm is the projection of dlm on the groundsurface along the direction of propagation of seismic waves.

The auto-power spectral density function of the ground acceleration charac-terizing the earthquake process is assumed to be of the following form of FWNground motion model modified by Clough and Penzien (Clough and Penzien,1993)

S vg(ω) = S 0[ω4

l + 4ξ2l ω

2l ω

2

(ω2l − ω2)2 + 4ξ2

l ω2l ω

2][

ω4

(ω2f − ω2)2 + 4ξ2

fω2fω

2] (7)

where S 0 is the amplitude of the white-noise bedrock acceleration, ωl, ξl and ω f ,ξ f are the resonant frequency and damping ratio of the first and second filters,respectively. In this study firm soil type proposed by Der Kiureghian and Neuen-hofer (Der Kiureghian and Neuenhofer, 1991) is used. The filter parameters forthis soil type are ωl = 15.0 rad/s, ξl = 0.6, ω f = 1.5 rad/s, ξ f = 0.6.

The amplitude of the white-noise bedrock acceleration (S 0) is obtained forthis soil type by equating the variance of the ground acceleration to the varianceof S16E component of Pacoima Dam acceleration records of 1971 San Fernandoearthquake. The calculated value of the intensity parameter for the firm soil typeis S 0(firm)=0.021338 m2/s3.

4. Example

In this study, as an example the Bosporus Suspension Bridge (Brown and Parsons,1975) built in Turkey and connects Europe to Asia in Istanbul is selected. The

4 ADANUR, SOYLUK, DUMANOGLU, BAYRAKTAR

bridge has flexible steel towers of 165m high, inclined hangers and a steel box-deck of 1074m main span, with side spans of 231m and 255m on the Europeanand Asian sides, respectively, supported on piers. The horizontal distance betweenthe cables is 28m and the roadway is 21m wide, accommodating three lanes eachway. The roadway at the mid-span of the bridge is approximately 64m above thesee level.

Two-dimensional finite element model of Bosporus Suspension Bridge with202 nodal points, 199 beam elements and 118 truss elements is considered for theanalyses. While the deck, towers and cables are represented by beam elements,the hungers are represented by truss elements. The selected finite element modelof the bridge is represented by 475 degrees of freedom.

As apparent wave velocities of the ground motion, V=1000 m/s, 2000 m/s andinfinite wave velocities are used. It is assumed that the vertical ground motion ispropagating from the European side to the Asian side. The analyses are obtainedfor 2.5 percent damping ratio and for the first 15 modes. The stiffening effects ofthe cables caused by the dead load are also accounted for in the analyses.

Mean of maximum total response values are calculated for the asynchronousand antisynchronous ground motions. Mean of maximum total response values ofthe deck and tower are shown in Fig. 1, respectively. It is shown that the responsevalues calculated for the asynchronous ground motion are generally larger than thevalues calculated for the antisynchronous ground motion and the values increasewith decreasing wave velocities in the analyses for the asynchronous and anti-synchronous ground motions. It is also shown that the infinite wave velocity casein the analysis of the antisynchronous ground motion produces nil displacementvalue at the middle of the deck because of the out of phase motion of the appliedforces at the supports.

5. Conclusions

In this study, the stochastic responses of a suspension bridge are calculated con-sidering the antisynchronous ground motion as well as the asynchronous groundmotion. The response values are obtained and compared with each other. Theresults at the deck and tower obtained from the asynchronous ground motion caseare generally larger than those of the response values obtained from the antisyn-chronous ground motion case. Because of the pseudo-static effects, the responsevalues increase with decreasing wave velocities for both ground motions.

STOCHASTIC RESPONSE OF SUSPENSION BRIDGES 5

(a) Deck vertical displacement

(b) Deck bending moment

(c) Deck shear force

0 2 4 6 8

Displacement (cm)

0

50

100

150

200

To

wer

hei

gh

t (m

)

Asynchronous

V=infinite

V=2000 m/s

V=1000 m/s

Antisynchronous

V=infinite

V=2000 m/s

V=1000 m/s

-600 -450 -300 -150 0 150 300 450 600

Bridge span (m)

-100

-75

-50

-25

0

Dis

pla

cem

ent

(cm

)

Asynchronous

V=infinite

V=2000 m/s

V=1000 m/s

Antisynchronous

V=infinite

V=2000 m/s

V=1000 m/s

(a) Tower horizontal displacement

(b) Tower bending moment

0 25000 50000 75000 100000

Bending moment (kNm)

0

50

100

150

200

To

wer

hei

gh

t (m

)

-600 -450 -300 -150 0 150 300 450 600

Bridge span (m)

0

5000

10000

15000

20000

25000

Ben

din

g m

om

ent

(kN

m)

-600 -450 -300 -150 0 150 300 450 600

Bridge span (m)

0

200

400

600

800

Sh

ear

forc

e (k

N)

0 500 1000 1500 2000

Shear force (kN)

0

50

100

150

200

Tow

er h

eight

(m)

(c) Tower shear force

Figure 1. Mean of maximum total response values of the deck and tower

6 ADANUR, SOYLUK, DUMANOGLU, BAYRAKTAR

References

Brown W. C., Parsons M. F. (1975) Bosporus Bridge, Part I, History of design, Proc. Instn Civ.Engrs, Part 1 58 505-532.

Clough R. W., Penzien J. (1993) Dynamics of Structures, Second Edition, McGraw Hill, Inc.,Singapore.

Der Kiureghian A., Neuenhofer A. (1991) A response spectrum method for multiple-support seismicexcitations. Report No. UCB/EERC-91/08, Berkeley (CA), Earthquake Engineering ResearchCenter, College of Engineering, University of California.

Der Kiureghian A. (1996) A coherency model for spatially varying ground motions, EarthquakeEngineering and Structural Dynamics 25 99-111.

Harichandran R. S., Hawwari A., Sweiden B. N. (1996) Response of long-span bridges to spatiallyvarying ground motion, Journal of Structural Engineering 122 476-484.

Hawwari A. R. (1992) Suspension bridge response to spatially varying ground motion, Ph.D.Thesis, Michigan State University, Michigan.

7

EUROPEAN UNION FRAMEWORK PROGRAMME 7 BUILDING THE

EUROPE OF KNOWLEDGE

Nuri AkkasDepartment of Engineering Sciences, METU, 06531 Ankara, Turkey

1. Introduction

In March 2000, the Lisbon European Council set the goal of becoming by 2010“the most competitive and dynamic knowledge-based economy in the world, ca-pable of sustainable economic growth with more and better jobs and greater socialcohesion”. This was called the Lisbon Strategy. The project of creating a EuropeanResearch Area (ERA) was endorsed as a central element of the Lisbon Strategyto achieve this goal. However, EU still invests too little in R & D. In 2003, top500 private R & D spenders in EU decreased their R & D investment by 2.0%.Top 500 private R & D spenders outside EU increased their R & D investmentby 3.9%. Overall R &D investments are as follows: EU: 1.96%; US: 2.59%; S.Korea: 2.91%; Japan: 3.12%. ERA is implemented through so-called FrameworkProgrammes (FP). FP7 is proposed on the basis of a doubling of funds and theduration is 7 years (2007-13). FP7 will fund R& D projects of immediate in-dustrial relevance & needs of industry. Projects will include both public researchinstitutions and private companies (PPP).

FOUR MAJOR COMPONENTS OF EUROPEAN RESEARCH IN FP7:I. Cooperation: COLLABORATIVE RESEARCH COMPONENT

Support transnational cooperation in 9 themes:1. Health2. Food, agriculture and biotechnology3. Information and communication technologies4. Nanosciences, Nanotechnologies, Materials and new Production Technologies5. Energy6. Environment and Climate Change7. Transport and Aeronautics8. Socio-economic sciences and the humanities9. Space and Security Research

Vibration Problems ICOVP 2005,c© 2007 Springer.

– . 7 8(eds.),

.

sE. Inan and A. Kırı

8 AKKAS

II. Ideas: FRONTIER RESEARCH COMPONENT

III. People: HUMAN POTENTIAL COMPONENT

IV. Capacities: RESEARCH CAPACITY COMPONENT

FOUR TOOLS TO IMPLEMENT EU SUPPORT IN THE ABOVE 9 THEMES:

1) Collaborative projects and networks.

2) Joint Technology Initiatives (JTI).

3) Coordination of national research programs.

4) International Cooperation (INCO):

- Open all activities carried out in 9 themes to researchers and institutionsfrom all 3rd countries.

- Implemented on the basis of cost-shared funding. Bilateral agreements(US, Canada, Japan, Russia, Brazil, China, India, etc).

- Targeting developing countries in fields of their particular needs (health,agriculture, energy, etc).

- Specific actions aiming at reinforcing research capacities of CandidateCountries to the EU.

The following questions will be answered:What are Technology Platforms?What are their Rationale, Characteristics, Approach, Aims, Criteria for Estab-

lishment, and Expected Results?What are the existing TPs?

What are Joint Technology Initiatives (JTI)?JTI topics are proposed by Commission for a limited number of key technolo-

gies, considering industrial impact, feedback to public, national support, addedvalue of European coordination.

What are the areas already identified by Commission?

9

DYNAMIC RESPONSE OF ROCK-FILL DAMS TO

ASYNCHRONOUS GROUND MOTION

Mehmet Akkose1, Suleyman Adanur1, Alemdar Bayraktar1 and A. AydınDumanoglu2

1 Department of Civil Engineering, KT , 61080, Trabzon, Turkey2Grand National Assembly of Turkey, 06543, Ankara, Turkey

Abstract. In this study, dynamic response of rock-fill dams to asynchronous ground motion isinvestigated. The Keban Dam, constructed in Elazıg, Turkey, is chosen as a numerical example. Inthe asynchronous dynamic analysis, wave velocities of 500 m/s, 1000 m/s, 2000 m/s and infinite areused for the travelling ground motion. Stresses are obtained for the wave velocities, and comparedwith each other. It is observed that the propagation velocity of the ground motion greatly influencesthe response of the rock-fill dam.

Key words: rock-fill dams, asynchronous ground motion

1. Introduction

In the classical dynamic analysis, it is assumed that the ground motion is uniformand has an infinite wave velocity so that same ground motion affects all supportpoints of structure at the same time. In reality, however, the ground motion hasfinite wave velocity, so it will arrive to support points at different times (Sanchez-Sesma, 1987) and the effect of finite wave velocity results in various arrival timeto support points. Because structures such as dams, nuclear power stations, sus-pension bridges and cable-stayed bridges are hundreds of meters long, groundmotions will arrive from one support to the other in a few seconds. If the accelera-tion records are applied with different arrival times, the displacement componentsoccurring with the movement of the support points will not be the same at everypoint on the structure. Because of the finite velocity of ground motion, the supportpoints will move relatively towards each other. In addition to the dynamic dis-placements, quasi-static displacements will take place on the structure due to thismovement (Clough and Penzien, 1993). When the ground motion is consideredto be travelling with finite velocity, the equation of motion, therefore, has to bewritten in terms of total displacements that have quasi-static and dynamic compo-nents. In the classical dynamic analysis, no extra inertial forces will come from thefirst component of the displacement. So the first component is subtracted from the

Vibration Problems ICOVP 2005,c© 2007 Springer.

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(eds.),.

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10 AKKOSE, ADANUR, BAYRAKTAR, DUMANOGLU

total displacements and only the dynamic displacements are considered. Analysisthat includes the travelling effect of the ground motion is called the asynchronousdynamic analysis (Dumanoglu and Severn, 1984; Bayraktar et al., 1998; Soylukand Dumanoglu, 2000).

2. Formulation of asynchronous dynamic analysis

The formulation of asynchronous dynamic analysis is given in the previous studiesin detail (Dumanoglu and Severn, 1984; Bayraktar et al., 1998). Therefore, in thisstudy, equation of motion of the system to asynchronous ground motion is shortlypresented. The mentioned equation of motion is given by

Mu + Cu + Ku = F (1)

where M, C and K are mass, damping and stiffness matrices, respectively. u, u,and u are total acceleration, velocity, and displacement vectors, respectively. Fis external load vector. In the asynchronous dynamic analysis, total displacementconsists of the sum of quasi-static and dynamic components, and can be expressedas

u(t) =∑

j

r ju jg(τ j, t) +∑

i

ΦiYi(τ j, t) (2)

where r j is the jth displacement shape function due to unit displacement assignedto ground degree of freedom; u jg is the jth ground displacement at the supportpoints; τ j is the arrival time of the jth ground motion at a specific support point;Φi is the modal vector for mode i and Yi is the modal amplitude for mode i.

3. Numerical example

In this study, the Keban dam constructed in Elazıg, Turkey is chosen as a numer-ical example to investigate the dynamic response of a rock-fill dam to asynchro-nous ground motion. The finite element mesh of the dam is shown in Fig. 1. TheKeban Dam is 163m high from river bed. The crest has a maximum length of1097m. The main purpose of the dam is to regulate river flow and supply energy.In the finite element mesh of the dam, there are 326 nodes and 286 quadrilateralelements. The structure is treated as a plane strain problem. The interaction of therock-fill dams with the foundation rock and the reservoir has generally neglected(Priscu et al., 1985). In this study, the interaction with the reservoir is ignored,but not the foundation rock. Materials in the dam can be grouped in three maincategories: compacted rock-fill placed at various lifts, the impervious clay coreflanked by transition filters and a concrete core at the bottom of the dam (Akay andGulkan, 1975). The properties of these materials are as follows. For the compactedrock-fill, elasticity modulus E = 1.632x1010 N/m2, mass density ρ = 2120.29

DYNAMIC RESPONSE OF ROCK-FILL DAMS 11

Figure 1. Finite element mesh of Keban Dam

kg/m3, and Poisson’s ratio ν = 0.36. For the impervious clay core, elasticity mod-ulus E = 1.015x1010 N/m2, mass density ρ = 2089.70 kg/m3, and Poisson’s ratio ν= 0.45. For the concrete core, elasticity modulus E = 2x1010 N/m2, mass densityρ = 2446.48 kg/m3, and Poisson’s ratio ν = 0.15. Also, the foundation rock istaken into account in the study. Its elasticity modulus, mass density and Poisson’sratio are taken as 1.379x1010 N/m2, 2689.09 kg/m3, and 0.24, respectively. Thematerials used are assumed to be linearly elastic, homogenous and isotropic. Theprogram MULSAP (Dumanoglu and Severn, 1984) is employed in the responsecalculations. The E-W component of the Erzincan Earthquake, March 13, 1992,Erzincan, Turkey is chosen as ground motion and given in Fig. 2. The componentconsidered is applied in the upstream-downstream direction. In the asynchro-nous dynamic analysis of the Keban Dam, wave velocities of 500 m/s, 1000 m/s,2000 m/s and infinite are used for travelling ground motion. Infinite velocity casecorresponds to classical dynamic analysis.

Figure 2. The E-W component of the Erzincan Earthquake, March 13, 1992, Erzincan, Turkey

12 AKKOSE, ADANUR, BAYRAKTAR, DUMANOGLU

0 100 200 300 400 500

Lateral Distance (m)

0

2000

4000

6000

8000

10000

yy (

kN

/m2)

500 m/s 1000 m/s 2000 m/s Infinite

0 100 200 300 400 500

Lateral Distance (m)

0

1000

2000

3000

zz (

kN

/m2)

500 m/s 1000 m/s 2000 m/s Infinite

0 100 200 300 400 500

Lateral Distance (m)

0

1000

2000

3000

4000

yz (k

N/m

2)

500 m/s 1000 m/s 2000 m/s Infinite

Figure 3. Horizontal, vertical and shear stresses at I-I section for wave velocities of 500 m/s, 1000m/s, 2000 m/s and infinite of asynchronous ground motion

The absolute maximum horizontal, vertical and shear stresses at section I-Ishown in Fig. 1 are presented in Fig. 3. The stresses are given at the centroid of theelements. As expected, all the stress components generally increase with decreas-ing velocity of the earthquake waves. This situation is clearly seen in horizontalstresses. But, this situation couldn’t be said fully for vertical and shear stresses.It is thought that this arose from horizontal quasi-static displacements caused byasynchronous horizontal ground motion. In order to investigate the variation ofthe frequency content of the stresses, time-histories of only horizontal stressesat element A shown in Fig. 1 were plotted in Fig. 4 for wave velocities of 500

DYNAMIC RESPONSE OF ROCK-FILL DAMS 13

0 3 6 9 12 15 18 21

Time (s)

-6000

-4000

-2000

0

2000

4000

6000y

y (

kN

/m2)

Velocity of 500 m/s

0 3 6 9 12 15 18 21

Time (s)

-6000

-4000

-2000

0

2000

4000

6000

yy (

kN

/m2)

Velocity of 1000 m/s

0 3 6 9 12 15 18 21

Time (s)

-6000

-4000

-2000

0

2000

4000

6000

yy (

kN

/m2)

Velocity of 2000 m/s

0 3 6 9 12 15 18 21

Time (s)

-6000

-4000

-2000

0

2000

4000

6000

yy (

kN

/m2)

Velocity of infinite

Figure 4. The time-histories of horizontal stresses at the element A for wave velocities of 500 m/s,1000 m/s, 2000 m/s and infinite of asynchronous ground motion

14 AKKOSE, ADANUR, BAYRAKTAR, DUMANOGLU

m/s, 1000 m/s, 2000 m/s and infinite of asynchronous ground motion. It is seenfrom Fig. 4 that both amplitude and frequency contents of the time-histories of thestresses are considerably affected by decreasing velocity of the earthquake waves.

4. Conclusions

In this study, dynamic response of a rock-fill dam to asynchronous ground motionis investigated by using the finite element method. In the asynchronous dynamicanalysis, wave velocities of 500 m/s, 1000 m/s, 2000 m/s and infinite are usedfor the travelling ground motion. As decreasing velocity of the earthquake waves,all the stress components generally increase. It is also understood from the time-histories of the horizontal stresses that both amplitude and frequency contents ofthe time-histories of the stresses are considerably affected by decreasing velocityof the earthquake waves.

References

Akay H. U., Gulkan P. (1975) Earthquake Analysis of Keban Dam, Fifth European Conference onEarthquake Engineering, Istanbul, Turkey 1-3 Paper No:40.

Bayraktar A., Dumanoglu A. A., Calayir Y. (1998) Asynchronous Dynamic Analysis of Dam-Reservoir-Foundation Systems by The Lagrangian Approach, Computers and Structures 58925-935.

Clough R. W., Penzien J. (1993) Dynamics of Structures, Second Edition, McGraw-Hill BookCompany, Singapore.

Dumanoglu A. A., Severn R. T. (1984) Dynamic Response of Dams and Other Structures toDifferential Ground Motions, Proc. Instn. Civ. Engrs., Part 2 77 333-352.

Priscu R., Popovici A., Stematiu D., Stere C. (1985) Earthquake Engineering for Large Dams,Second Edition, Editura Academiei, Bucureti.

Sanchez-Sesma F. J. (1987) Site Effects on Strong Ground Motion, Soil Dynamics and EarthquakeEngineering 6 124-132.

Soyluk K., Dumanoglu A. A. (2000) Comparison of Asynchronous and Stochastic DynamicResponses of A Cable-Stayed Bridge, Engineering Structures 22 435-445.